屋架桁架计算书

屋架桁架计算书计算软件：MTS钢结构设计系列软件MTSToolv2.0.1.20计算时间：2009年03月11日19:03:51一.设计资料桁架跨度为10000mm,高度为0mm构件总重：168.003公斤,构件每米单重：16.8003公斤/米结构简图如下所示：二.截面布置杆件编号图如下所示：表1杆件截面信息杆件号截面材料1L-63*5Q2352L-90*6Q2353L-50*5Q2354L-63*5Q235

5L-90*6Q2356L-50*5Q2357L-50*3Q2358L-63*5Q2359L-90*6Q23510L-50*5Q23511L-50*3Q23512L-63*5Q23513L-90*6Q23514L-50*5Q23515L-50*3Q23516L-63*5Q23517L-90*6Q23518L-50*5Q23519L-50*3Q23520L-63*5Q23521L-90*6Q23522L-50*5Q23523L-50*3Q23524L-63*5Q23525L-90*6Q23526L-50*5Q23527L-50*3Q23528L-63*5Q23529L-90*6Q235三.荷载布置恒载荷载下面简称:D）布置图如下所示:另叠加桁架自重。活载荷载1（下面简称:L1）布置图如下所示:风荷载1（下面简称:W1）布置图如下所示:四.位移结果1.0D+1.0L挠度图如下所示:1.0D挠度图如下所示:内力结果考虑的荷载组合：1.35D+0.7xl.4L+0.6x1.4Wi1.2D+1.4L+0.6X.4Wi1.2D+1.4Wi+0.7x1.4Li内力包络图如下所示：525f752引52575257710525f752引52575257710表1杆件内力结果杆件号DL1W1最大拉力最大压力135.0718.09-1.1467.402-35.88-18.5-0.1590-69.13-0.287-0.1820.00940-0.598435.0718.09-1.1467.405-33.96-17.480.130-65.236-2.85-1.520.09760-5.567-1.69-0.8990.08250-3.28827.5914.19-0.85752.9709-34.11-17.560.5130-65.5110-0.0204-0.04850.00340-0.0924116.83.52-0.23413.0801227.5914.19-0.85752.97013-22.86-11.750.5070-43.88146.383.23-0.10112.18015-5.98-3.080.2020-11.491627.5914.19-0.67452.97017-22.86-11.750.8540-43.8818-0.0204-0.04850.00190-0.092419-5.98-3.08-0.01090-11.52027.5914.19-0.67452.97021-34.11-17.560.8510-65.5122-2.85-1.520.01180-5.56236.83.52-0.005613.0802435.0718.09-0.61867.4025-33.96-17.480.8490-65.2326-0.287-0.1820.00560-0.59827-1.69-0.899-0.06240-3.332835.0718.09-0.61867.4029-35.88-18.50.790-68.96表2支座反力结果支座DL1W1最大压力最大拉力左支座7.043.630.031218.320右支座7.043.63-0.15518.30应力结果最大应力简图如下所示：表1杆件验算结果杆件号强度应力稳定应力应力限值长细比长细比限制通过否1109.73-215154.64350是2-106.84-169.84215107.53200是3-1.25-1.3021522.96200是4109.73-215154.64350是5-103.21-162.68215107.53200是6-11.57-13.2321545.92200是7-11.05-23.73215114.73200是886.23-215154.64350是9-103.47-163.19215107.53200是10-0.192-0.2521568.88200是

1144.031144.03-215131.23501286.23-215154.6435013-83.13-123.14215107.532001425.36-21591.8435015-38.69-101.27215131.22001686.23-215154.6435017-83.13-123.14215107.5320018-0.192-0.2521568.8820019-38.72-101.35215131.22002086.23-215154.6435021-103.47-163.19215107.5320022-11.57-13.2321545.922002344.03-215131.235024109.73-215154.6435025-103.21-162.68215107.5320026-1.25-1.3021522.9620027-11.22-24.11215114.7320028109.73-215154.6435029-106.72-169.59215107.53200是是是是是是是是是是是是是是是是是是是最不利构件应力详细校核最不利下弦1号杆件，采用截面L-63*5-Q235截面面积：A=6.143cm2强度验算：单角钢强度折减系数：1单角钢修正强度取值：215xl=215N/mm2°=67.405/6.143xl0=109.726N/mm2〈215MPa，合格最不利上弦2号杆件，采用截面L-90*6-Q235截面面积：A=10.637cm2强度验算：单角钢强度折减系数：1单角钢修正强度取值：215xl=215N/mm2o=69.097/10.637X0=-64.959N/mm2〈215MPa,合格上弦杆件考虑节间弯距补充计算上弦杆件弯距设计值计算考虑构件自重：0.0835kN/m考虑恒载：1.575kN/m考虑活载：0.9kN/m活载控制荷载设计值：1.2X0.0835+1.575)+1.4X.9=3.25kN/m恒载控制荷载设计值：1.35x(0.0835+1.575)+0.98X.9=3.121kN/m上弦荷载设计值：max(3.25,3.121)=3.25kN/m上弦绕x轴弯矩设计值：3.25x1x1.275x1.275/10=0.5282kNxn上弦绕y轴弯矩设计值：3.25x4.647e-014x1.275x1.275/10=2.454e-014kNxn上弦杆件考虑节间弯距强度:o=69096.712/1063.7-528157.586/12610-2.454e-008/12610=T06.843N/mm2〈215MPa，合格稳定验算：对主轴x计算长度：Lx=1.275m对主轴y计算长度：Ly=3m对主轴x长细比：久x=1.275/2.79xl00=45.69对主轴y长细比：Ay=3/2.79x100=107.527最大长细比：Amax=107.527等边单角钢强度折减系数：1单角钢修正强度取值：215xl=215N/mm2稳定系数：0=0.5077稳定验算：^=-69.097/10.637/0.5077X0=-127.952N/mm2〈215MPa,合格叠加杆件荷载后上弦对主轴x压弯稳定验算：0x=0.8753几x=l・0几y=1.0Nex=3.141x3.141x206000x10.637/45.69/45.69/l.l/10=941.778kN0by=1^=-69.097/10.637/0.875310-1.0>0.5282/12.61/(1-0.89.097/941.778)-11.0>2.454e-014/12.61/l%000=-118.708N/mm2118.708〈=215，合格！叠加杆件荷载后上弦杆件对主轴y压弯稳定验算：0y=0.5077几x=i.0几y=1.0Ney=3.141x3.141x206000x10.637/107.527/107.527/l.l/10=941.778kNn=i.00bx=1°=69.097/10.637/0.507710-lx1.0>0.5282/12.61/l-1.02x454e-014/12.61/(l-0.86x9.097/170.043)=-169.836N/mm2169.836〈=215，合格！最不利竖杆14号杆件，采用截面L-50*5-Q235截面面积：A=4.803cm2强度验算：单角钢强度折减系数：1单角钢修正强度取值：2151=215N/mm20=12.18/4.803x10=25.36N/iw〈215MPa,合格最不利斜杆19号杆件，采用截面L-50*3-Q235截面面积：A=2.971cm2强度验算：单角钢强度折减系数：1单角钢修正强度取值：2151=215N/mm20=-11.503/2.97110=-38.719N/mm2〈215MPa，合格稳定验算：对主轴x计算长度：Lx=1.166m对主轴y计算长度：Ly=1.458m对斜平面主轴u计算长度：Lu=1.312m对主轴x长细比：Ax=1.166/1